CN101481912A - Construction method for overhead bridge large diameter drill hole pile in tunnel dock type structure scope - Google Patents
Construction method for overhead bridge large diameter drill hole pile in tunnel dock type structure scope Download PDFInfo
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- CN101481912A CN101481912A CNA2008100323680A CN200810032368A CN101481912A CN 101481912 A CN101481912 A CN 101481912A CN A2008100323680 A CNA2008100323680 A CN A2008100323680A CN 200810032368 A CN200810032368 A CN 200810032368A CN 101481912 A CN101481912 A CN 101481912A
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Abstract
The invention discloses a method for constructing a large diameter drilled pile of an overhead bridge in the range of a tunnel dock type structure, comprising the following steps: (1) ensuring construction sequence;(2) embedding a guard barrel: the steel guard barrel is divided into two sections to be plunged in by a vibration hammer through a vibration digging method, and reinforced hoops are additionally arranged at the upper and the lower sections of the guard barrel; (3) preparing mud solutions and arranging a circulation system; (4) carrying out the construction of hole drilling; (5) producing and installing a steel reinforcement cage: the steel reinforcement cage is sectionally produced by a pre-assembly method of clamping board formation; (6) casting underwater concrete; and (7) carrying out the operation of slip casting on the pile bottom. The method adopts the structural form of one post and one pile to change the overhead bridge foundation in the dock type structure into the form of large diameter and single post and pile, and gets rid of a bearing platform; and at the meantime, the position of a pier is moved outwards so as to cause the pile foundations to be completely positioned in the range of bicycle lanes, thereby avoiding the existing tunnel dock type structure, reducing the occupation of construction plant, and ensuring the road traffic during a construction period.
Description
Technical field
The invention belongs to municipal bridge design construction field, relate to a kind of pile base construction method, adopt the job practices of large diameter drill hole pile especially at elevated bridge under the complicated environmental condition in the tunnel dock type structure scope.
Background technology
The technology that adopt on elevated bridge basis on the present existing soft foundation mainly is to adopt a clump of piles, cushion cap, column, and the bored pile of employing is generally 600～1200mm.But in practice of construction,, often need viaduct to cross over structures such as various existing railways and tunnel owing to be subjected to the restriction of engineering land used.Certain viaduct engineering for example, wherein east side viaduct both sides bridge pier is arranged on former genuine retaining wall inboard, and pier column is near genuine structure.The basis of construction viaduct will produce harm to former genuine dock type structure, as deal with improperly, genuine use will be had a strong impact on, even will produce harmful effect to operating railway, therefore must be optimized whole engineering construction scheme, under the situation that guarantees the elevated bridge workmanship, engineering is reduced to minimum to the influence of genuine structure.According to original constructure scheme: adopt many pile foundations, wherein the railway box culvert both sides cushion cap that influences dock type structure adopts 7～9 Φ 800 drilled piles as pile foundation, and stake is arranged in the inside and outside both sides of barricade; Wherein inboard pile driving construction will pass the base plate of dock type structure, cushion cap then be arranged in dock type structure below, need in the construction genuine original structure is opened, construction is repaired (as shown in Figure 1) after finishing again.
Implement according to above-mentioned design scheme, will produce following problem:
1, the overhead substructure of construction must be opened genuine former depressed place formula wall-retaining structure earlier; Concrete sheet-piling at the former dock type structure of overhead pier location must block, and the integrality of original structure is damaged; Excavation causes the soil disturbance of dock type structure bottom loosening, can cause the distortion of genuine structure, jeopardizes structural safety.
2, because the cushion cap absolute altitude is lower than the base plate of former dock type structure, be lower than nearly 6 meters of groundwater table, must take strict dewatering measure in the construction, will produce distortion and uneven sedimentation existing genuine structure, genuine structure stable caused bad influence, have influence on the normal operation of railway.
3, after construction was finished, genuine structure repair face was positioned on the newly-built cushion cap, and the natural subsidence of elevated structure must cause the uneven stressed of genuine structure, easily formed breakthrough in repair surface, genuine structure was caused damage the safety of influence driving.
4, because genuine position need keep traffic, when therefore carrying out the operation of soil excavation, pattern foundation pit supporting structure when construction, the earthwork transportation tissue difficulty of job site need take 2 half roadways, can't guarantee the requirement that normal traffic is current.
Therefore, provide a kind of construction infection little, can avoid tunnel dock type structure and the technical scheme that original structure does not produce destruction is become the technical barrier that those skilled in the art press for solution.
Summary of the invention
Technical problem to be solved by this invention be to provide a kind of can avoid tunnel dock type structure and to original structure do not produce destruction, elevated bridge large diameter borehole pile construction method in the tunnel dock type structure scope that can reducing the construction costs simultaneously, to solve the other practical feasibility of implementing viaduct in formula tunnel, depressed place.
The technical scheme of technical solution problem of the present invention is as follows:
Elevated bridge large diameter borehole pile construction method in a kind of tunnel dock type structure scope is characterized in that, comprises the steps:
(1), determine sequence of construction: construction earlier is away from the elevated bridge pile foundation of tunnel dock type structure, and the back construction is near the elevated bridge pile foundation of tunnel dock type structure;
(2), bury casing underground: the steel casing divides two joints to adopt to shake and digs the method vibrating hammer and sink to, and guarantees that pile body top is gone along with sb. to guard him by the steel casing in the tunnel dock type structure scope, and the last hypomere of casing adds to be strengthened binding round;
(3), the setting of the slurrying and the circulating system: mud pit and useless stock tank are set, and described mud pit is arranged near the boring zone, and useless stock tank is according to the boundary of works area setting;
(4), drilling construction: boring machine adopts high pulling torque revolution engineering driller, and big latus rectum, high strength gaslift drilling rod, drill bit adopt anti-oblique broach drill bit, and pore-forming adopts the gaslift reverse circulation drilling;
(5), reinforcing cage fabrication and installation: reinforcing cage adopts the pre-spelling sectional making of clamp moulding, and reinforcing bar connects employing straight thread connector and connects;
(6), underwater concreting: concrete carries out continuous casting pound, and concrete slump is controlled at 17～23cm; Concrete should add retarding agent in mixing the system process, control the concrete initial setting time to be not less than 16 hours, and the minimum buried depth of conduit is not less than 2 meters, and the maximum buried depth of conduit is no more than 10 meters;
(7), pile grouting: slurries are made up of water, cement, retarding agent etc., and slurry specific gravity: 17～18KN/m3, water/binder ratio 0.45～0.6 are joined in examination.Require the slip casting time to be shorter than the initial setting time.
Beneficial effect of the present invention: the present invention is optimized by design and the constructure scheme combination to viaduct foundation in the tunnel dock type structure scope and substructure.To change major diameter single pile single-column on the elevated bridge basis of dock type structure into, the pile foundation diameter can reach Φ 2500mm, the cancellation cushion cap, move laterally the pier position simultaneously, make pile foundation all be positioned at the nonmotorized vehicle lane scope,, avoid existing tunnel dock type structure by adopting the form of structure of one on a post, reduce taking of construction plant, guaranteed the road traffic of construction period.The present invention has made full use of the supporting capacity of large diameter drill hole pile; Reduce the area occupied on plane, avoided environment damage, reduced the environmental disruption cost; Guaranteed the whole construction progress.Because construction is not to the tunnel dock type structure infringement, the repairerment of genuine structure provides good conditions for the later stage.
Description of drawings
Fig. 1 is original constructure scheme cross-section structure view.
Fig. 2 is a constructure scheme cross section view of the present invention.
The specific embodiment
Further specify the present invention below in conjunction with accompanying drawing.
As shown in Figure 2, elevated bridge large diameter borehole pile construction method in the tunnel dock type structure scope of the present invention comprises the steps:
(1), determine sequence of construction: construction earlier is away from the elevated bridge pile foundation of tunnel dock type structure 1, and the back construction is near the elevated bridge pile foundation 2 of tunnel dock type structure 1;
(2), bury casing underground: the resistance when sinking to for overcoming, reduce influence to genuine structure, casing sinks to adopt the method for digging of shaking, steel casing to divide two joints to adopt to shake and digs the method vibrating hammer and sink to, and guarantees that pile body top is gone along with sb. to guard him by the steel casing in the tunnel dock type structure scope; For avoiding casing distortion in the burial and construction, hypomere adds and strengthens hoop on casing, guarantees the rigidity of casing.Steel casing diameter adopts Φ 2700mm, and θ 235 materials of δ 20 thickness are adopted in making, and for preventing distortion, the steel casing is interior with twice " rice " the shape reinforcing up and down of 75 * 75 * 8 angle steel.
(3), the setting of the slurrying and the circulating system: mud pit and useless stock tank are set, and described mud pit is arranged near the boring zone, and useless stock tank is according to the boundary of works area setting;
(4), drilling construction: because Φ 2500mm drilled pile diameter is big, the construction plant is narrow and small, and traffic above-ground is busy.Therefore the pore-forming technique difficulty is quite big, for guaranteeing construction effect, reduce the influence of road sheet pile over the ground in the pore forming process, boring machine adopts high pulling torque revolution engineering driller, big latus rectum, high strength gaslift drilling rod, drill bit adopts anti-oblique broach drill bit, and pore-forming adopts the gaslift reverse circulation drilling, thereby effectively guarantees the stability in the drilling process and the vertical precision of boring.Consider that the drilled pile diameter is big, retaining wall requires high, and mud adopts the artificial slurrying of high-quality sodium bentonite, and adds Admixtures such as certain Na2CO3, CMC and polyacrylamide in right amount, and improving clay water divides diffusing performance, reduces the mud fluid loss.Should note controlling indexs such as mud balance, viscosity, sand factor, acid-base value during construction, when guaranteeing that pore-forming creeps in the hole mud balance be controlled at 1.10～1.25, viscosity 18～25S, sand factor less than 4%, the technical indicator of pH value 8～10.
Pore-forming adopts the gaslift reverse circulation drilling, and in time deslagging guarantees that hole wall is stable, reduces sediment thickness, is beneficial to hole operation clearly, reduces the activity duration.
(5), reinforcing cage fabrication and installation: reinforcing cage adopts the pre-spelling sectional making of clamp moulding, make two arc clamps with the thick steel plate of 16～20mm, its cambered surface diameter is a reinforcing cage master muscle external diameter, clamp sets gradually by the reinforcing rib spacing, on deck, make the semi-circular groove (groove depth equals main muscle radius, and groove and groove center distance are main muscle center to center distance) of rest master muscle by main reinforce position.Lay with transit control several clamp positions, make clamp cambered surface center along steel cage longitudinal direction on a line, the clamp face keeps vertical with steel cage longitudinal centre line, will carry out leveling to the absolute altitude of clamp with level gauge then, at last several clamp positions is fixed.
Reinforcing bar connects the employing straight thread and connects, and is earlier good the screw thread car before the reinforcement fabrication, grinds off burr with sanding machine, screws on gum cover then, and double thread is protected.
When reinforcing cage was made, it was fixing earlier several main muscle to be put into the clamp arc, when two-layer main muscle is arranged, put outer main muscle earlier, the adjacent main muscle end respective distance that staggers on request.Reinforcing rib (adding the triangle inner support) is welded on the main muscle of putting, the position of reinforcing rib and verticality are placed and are controlled with two invar tape again.
Every joint reinforcing cage all carries out pre-assembly unit on pedestal, guarantee that two joint reinforcing cages can dock smoothly in the aperture up and down.Should on every joint reinforcing cage, choose a main muscle after pre-assembly unit is finished, perform mark, the initial reinforcing bar during as butt joint.
When reinforcing cage is hung clamp, the sound detecting pipe that processes is placed in the reinforcing cage, and respectively establishes four suspension centres (reinforcement), the jack point of main hook and auxilliary hook when lifting by crane as crane at the top and the afterbody of steel cage.
Reinforcing cage is in the handling process, because it adds support in case of necessity in that vertically bending resistance is relatively poor in cage, to improve the rigidity of cage.To note carrying out the spacing capable screens that sticks in the reinforcing cage transportation, prevent that reinforcing cage from rolling onboard.When last reinforcing rib during down to the aperture, hang on counter the trying to stop people from fighting each other in aperture with four 15 tons Chain block symmetry, cage is hung in the aperture temporarily.
With the joint reinforcing cage on it of slinging with quadrat method, when two joint cages were on same perpendicular up and down, joint reinforcing cage rotations in so that the two main muscle that save cages align, had welded sound detecting pipe earlier, the screwed connection of main muscle joint employing sleeve.After connecting all joints, spiral bar in the winding.The reinforcing cage of slinging takes down four Chain blocks, slowly at the uniform velocity descends then in the hand-hole, and the protection piece is loaded onto on descending reinforcing cage limit, limit.With with quadrat method to the last under the joint reinforcing cage in the hand-hole.After guaranteeing design elevation position, cage top, select uniform six roots of sensation cage to push up main muscle and casing inwall firm welding.
(6), underwater concreting: concrete carries out continuous casting pound, and concrete slump is controlled at 17～23cm; Concrete should add retarding agent in mixing the system process, control the concrete initial setting time to be not less than 16 hours;
The size of conduit buried depth is very big to pouring quality influence, and according to concrete diffuses flow rule under water, buried depth is too small, tends to make laitance sediment on the outer concrete face of pipe to hold under the arm to wrap up in and is involved in the concrete formation interlayer; Buried depth is excessive, and the over pressure of mouth reduces at the bottom of the conduit, and concrete is difficult for flowing out in the pipe, is easy to generate plugging, and brings difficulty for hoisting of conduit.So, keep suitable conduit buried depth, be very important to underwater concrete pouring.The minimum buried depth of conduit is not less than 2 meters, and the maximum buried depth of conduit is no more than 10 meters.
(7), pile grouting:, after bored pile construction is finished, carry out pile grouting for controlling the settlement after construction of major diameter single pile.Slurries are made up of water, cement, retarding agent etc., and slurry specific gravity: 17～18KN/m3, water/binder ratio 0.45～0.6 are joined in examination.Require the slip casting time to be shorter than the initial setting time.
Grouting pipe combines with the ultrasonic wave pipeline, adopts φ 60 seamless steel pipes.Drilled pile concrete is under water built the back and is pressed into from Grouting Pipe with press water in 24～48 hours.Generally rubber splits when 2～5Mpa.
Slip casing by pressure by each grouting amount by the Grouting Pipe pressure injection that circulates successively, every pipe secondary that circulates altogether.And whenever finish once and should evenly reduce pressure, prevent pressure slurry refluence obstruction injected hole.
Injection slurry intensity: compressive strength was not less than 8Mpa in 7 days, and compressive strength was not less than C30 in 28 days.Each mud jacking standard that stops: 1.. each mud jacking amount reaches 1000 liters; 2.. grouting pressure reached the 8Mpa voltage stabilizing 10 minutes.Stop this mud jacking when reaching one of above numerical value, move to next pipeline and carry out mud jacking.
The stake end, stop circulation mud jacking standard: 1.. and total mud jacking amount reaches 8000 liters; 2.. all pipeline pneumatic mortar pressure all reach 8Mpa; 3.. the pile body 15mm that always floats, reach the arbitrary numerical value of three then mud jacking be all over.
Claims (6)
1. the interior elevated bridge large diameter borehole pile construction method of tunnel dock type structure scope is characterized in that, comprises the steps:
(1), determine sequence of construction: construction earlier is away from the elevated bridge pile foundation of tunnel dock type structure, and the back construction is near the elevated bridge pile foundation of tunnel dock type structure;
(2), bury casing underground: the steel casing divides two joints to adopt to shake and digs the method vibrating hammer and sink to, and guarantees that pile body top is gone along with sb. to guard him by the steel casing in the tunnel dock type structure scope, and the last hypomere of casing adds to be strengthened binding round;
(3), the setting of the slurrying and the circulating system: mud pit and useless stock tank are set, and described mud pit is arranged near the boring zone, and useless stock tank is according to the boundary of works area setting;
(4), drilling construction: boring machine adopts high pulling torque revolution engineering driller, and big latus rectum, high strength gaslift drilling rod, drill bit adopt anti-oblique broach drill bit, and pore-forming adopts the gaslift reverse circulation drilling;
(5), reinforcing cage fabrication and installation: reinforcing cage adopts the pre-spelling sectional making of clamp moulding, and reinforcing bar connects employing straight thread connector and connects;
(6), underwater concreting: concrete carries out continuous casting pound, and concrete slump is controlled at 17～23cm; Concrete should add retarding agent in mixing the system process, control the concrete initial setting time to be not less than 16 hours, and the minimum buried depth of conduit is not less than 2 meters, and the maximum buried depth of conduit is no more than 10 meters;
(7), pile grouting: slurries are made up of water, cement, retarding agent etc., and slurry specific gravity: 17～18KN/m3 is joined in examination, and water/binder ratio 0.45～0.6 requires the slip casting time to be shorter than the initial setting time.
2, elevated bridge large diameter borehole pile construction method in the tunnel dock type structure scope according to claim 1 is characterized in that, steel casing diameter adopts Φ 2700mm in the described step (2), reinforces with twice " rice " shape about the angle steel in the casing.
3, elevated bridge large diameter borehole pile construction method in the tunnel dock type structure scope according to claim 1, it is characterized in that, in described the step (4), when pore-forming creeps in the hole mud balance be controlled at 1.10～1.25, viscosity 18～25S, sand factor less than 4%, pH value 8～10.
4, elevated bridge large diameter borehole pile construction method in the tunnel dock type structure scope according to claim 1, it is characterized in that, pile grouting adopts grouting pipe to combine with the ultrasonic wave pipeline in the described step (7), adopt seamless steel pipe, drilled pile concrete is under water built the back and is pressed into from grouting pipe with press water in 24～48 hours; By the Grouting Pipe pressure injection that circulates successively, every pipe secondary that circulates altogether, and whenever finish once and should evenly reduce pressure prevents from that the pressure slurry from flowing backwards to stop up injected hole by each grouting amount in slip casing by pressure.
5, elevated bridge large diameter borehole pile construction method in the tunnel dock type structure scope according to claim 1, it is characterized in that, when described reinforcing cage is made, it is fixing earlier several main muscle to be put into the clamp arc, when two-layer main muscle is arranged, put outer main muscle earlier, the adjacent main muscle end respective distance that staggers on request is welded in reinforcing rib on the main muscle of putting again.
6, elevated bridge large diameter borehole pile construction method in the tunnel dock type structure scope according to claim 1, it is characterized in that, said clamp is that steel plate is made two arc clamps, its cambered surface diameter is a reinforcing cage master muscle external diameter, clamp sets gradually by the reinforcing rib spacing, make the semi-circular groove of rest master muscle by main reinforce position on deck, groove depth equals main muscle radius, and groove and groove center are apart from being main muscle center to center distance.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNA2008100323680A CN101481912A (en) | 2008-01-08 | 2008-01-08 | Construction method for overhead bridge large diameter drill hole pile in tunnel dock type structure scope |
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| CNA2008100323680A CN101481912A (en) | 2008-01-08 | 2008-01-08 | Construction method for overhead bridge large diameter drill hole pile in tunnel dock type structure scope |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104652427A (en) * | 2015-02-12 | 2015-05-27 | 中国水利水电第四工程局有限公司 | Construction method of drilling pile |
| CN111259478A (en) * | 2020-01-20 | 2020-06-09 | 中铁二院工程集团有限责任公司 | Method for inhibiting deformation of existing cutting gravity type retaining wall |
| CN112854204A (en) * | 2021-01-07 | 2021-05-28 | 中铁十九局集团第三工程有限公司 | Construction method for overhead bridge drilling pile in tunnel dock type structure range |
-
2008
- 2008-01-08 CN CNA2008100323680A patent/CN101481912A/en active Pending
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104652427A (en) * | 2015-02-12 | 2015-05-27 | 中国水利水电第四工程局有限公司 | Construction method of drilling pile |
| CN111259478A (en) * | 2020-01-20 | 2020-06-09 | 中铁二院工程集团有限责任公司 | Method for inhibiting deformation of existing cutting gravity type retaining wall |
| CN112854204A (en) * | 2021-01-07 | 2021-05-28 | 中铁十九局集团第三工程有限公司 | Construction method for overhead bridge drilling pile in tunnel dock type structure range |
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Open date: 20090715 |